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HomeMy WebLinkAboutDrainage Reports - 04/27/2016 (2),• City of'f=t;CollinsAp fov� Plans Appmved `By Final Drainage and Erosion Control Report for Harmony Commons (Pond Only Portion) Fort Collins, Colorado January 20, 2016 • January 20, 2016 Mr. Wes Lamarque City of Fort Collins Water Utilities --Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for the Harmony Commons (Pond Only Portion) Dear Wes: We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Report for the Harmony Commons (Pond Only portion). All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering John Gooch, P.E. Principal o�kPDo C/C ��':' µYAN C•.titS 0 432�=' SS�ONAL ECG` TABLE OF CONTENTS PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 5 A. MAJOR BASIN DESCRIPTION 5 B. EXISTING SUB -BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 6 A. REGULATIONS 6 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 7 C. HYDROLOGIC CRITERIA 7 D. HYDRAULIC CRITERIA g E. VARIANCE g IV. DRAINAGE FACILITY DESIGN g A. GENERAL CONCEPT g B. SPECIFIC DETAILS 9 C. DETENTION POND 10 D. STREET CAPACITIES 12 V. STORM WATER QUALITY 12 A. GENERAL CONCEPT & SPECIFIC DETAILS 12 VI. EROSION CONTROL 13 A. GENERAL CONCEPT 13 VII. CONCLUSIONS 13 A. COMPLIANCE WITH STANDARDS 13 B. DRAINAGE CONCEPT 14 C. STORM WATER QUALITY 14 D. EROSION CONTROL CONCEPT 15 E. EROSION CONTROL ESCROW ESTIMATE 15 REFERENCES 16 APPENDIX VICINITY MAP RATIONAL METHOD HYDROLOGY PAGE A I,] POND CAPACITY CALCULATIONS & RATING CURVES, C OUTLET STRUCTURES & STORM SEWER PIPE SIZING, ORIFICE SIZING, & OVERFLOW WEIR SIZING RIPRAP, SWALE SIZING, & EROSION CONTROL CALCULATIONS D EROSION ESCROW E PROPOSED DRAINAGE BASIN EXHIBIT, EXHIBITS & EXCERPTS, F EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE HARMONY COMMONS (POND ONLY PORTION) FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Pond Only portion of the Harmony Commons development (referred to as "HTP Pond" here -forward) is bounded to the north by undeveloped land and Timberwood Drive, to the east by undeveloped land and Lady Moon Drive, to the south by undeveloped land and Precision Drive, and to the west by undeveloped land and Technology Parkway. The project site can also be described as situated in the northwest quarter of Section 4, Township 6 North, Range 68 West of the 6"' P.M., of the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A for the site location. B. Description of Property The HTP Pond project is comprised of an approximate 8.34 acre limits -of - development footprint area; however, for the purposes of this report, the HTP Pond project is being combined with the proposed developed portion of the Harmony Commons project and will account for approximately 21.08 acres (Basins 1-8) being conveyed to the proposed HTP Pond (Pond 100), located south of Timberwood Drive. Currently, the HTP Pond project area is undeveloped, irrigated agricultural land. The majority of existing topography of the HTP Pond site (and surrounding, internal future development area) generally slopes from the northwest to southeast at approximately 0.40%. H. DRAINAGE BASINS A. Major Basin Description The site lies within the McClellands Basin. The site drainage has been previously accounted for in the Harmony Technology Park Site Master Plan (HTPSMP) and 5 HTP Infrastructure Improvements Project. The project drainage will be in conformance with these two studies, in which Masterplan information can be found in the East Harmony Portion of the McClellands Creek Master Drainage Plan (August 1999). Please also refer to the Final HTP Infrastructure drainage report for additional information, as may be applicable. B. Existing Sub -Basin Description The existing HTP Pond project site is contained within existing sub -basin EXl ofthe HTP Masterplan, and SWMM basins 401, 600, and 601 of the HTP Masterplan report. Existing basin EX1 contains approximately 57.08 acres, and was modeled with the entire 57.08 acres having a 'c' value of 0.32, with a 100-year runoff rate of approximately 72.86 cfs, for the historic condition of the basin. However, the HTP Masterplan Report specifies the HTP Pond site being contained within SWMM Basins 401, 600, and 601 (48.3 acres total) and being allowed a developed impervious value up to 80%, with all flow from the HTP Pond and associated future, adjacent development within the said basins allowed to release at a combined release rate of 17 cfs (or approximately 0.35 cfs/acre for the 48.3 acres, per the SWMM Model, for attributing basins). The runoff from the existing site basin area ofthe Pond Only portion ofthe Harmony Commons project flows primarily from northwest to southeast across the existing agricultural field, with the majority of runoff infiltrating into the existing field. During irrigation of the existing field, additional runoff flows to the southeast and in to existing tailwater pits, located along the west side of Lady Moon Drive. The runoff is conveyed east in existing irrigation/storm sewer pipe and into the storm line in Lady Moon Drive. Please refer to the HTPMSP report for masterplan details (excerpts can be found in Appendix F of this report). Please also see the rational calculations (Appendix B) and the drainage exhibit (Appendix F) of this report for the existing and proposed drainage basins for the subject site. III. DRAINAGE DESIGN CRITERIA A. Regulations Because the HTP Pond project is being constructed with the associated, proposed Harmony Commons development, water quality and detention pond calculations are required and have been provided for the associated 21.08 acres of development (basins 1-8) anticipated to occur with the Harmony Commons project. 2 It's important to note that proposed Pond 100 (combined SWMM Ponds 101, 600, and 301) is anticipated to be a future, regional water quality and detention pond, and therefore has been sized to provide water quality and detention for 48.3 acres (as required by the HTP Masterplan), even though only 21.08 acres is anticipated for the Harmony Commons project. Future development, as well as the proposed Harmony Commons onsite development will be required to adhere to the McClellands Creek Master Drainage Plan and the Harmony Technology Park Site Master Plan (HTPSMP), as well as HTP Masterplan SWMM Model, which allows for a combined impervious ratio of 80% for the developed and associated, adjacent roadway portions for the attributing parcels. LID improvements are not required for the HTP Pond portion, as no development is occurring or being proposed with the HTP Pond only project portion. Please refer to the Harmony Commons onsite design and drainage report, by Interwest, for applicable LID improvements for the Harmony Commons development. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins will be met. Water quality and detention requirements have been provided by proposed Pond 100; however, additional BMP's and LID measures will be required and shall be provided by current and future development of adjacent parcels, with said parties providing applicable treatment, as required by the City of Fort Collins. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the Pond Only portion of Harmony Commons, as well as utilizing the rational calculation excerpt from the HTP Infrastructure Improvements project. The 2-year and 100-year storm event intensities were used in calculating runoff values to size Swale A. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each storm specified. 7 E It's important to note that the current onsite portion of the Harmony Commons project, and future development of adjacent parcels will be required to meet the 80% impervious ratio for the developed condition of the parcels and associated, adjacent roadways, rather than match the rational `c' values shown in the rational calculations in Appendix B of this report. Rational calculations (and corresponding `c' values) shown in Appendix B of this report were used solely to size (possibly oversize) the storm sewer in Timberwood Drive and Technology Parkway to provide for future development of the adjacent parcels to the north and south of Timberwood Drive, and east and west of Technology Parkway to allow for future conveyance of those parcels to Pond 100 (ultimate condition), and for a second, future regional pond (or onsite pond) for the area west of Technology Parkway. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. Final storm sewer pipe, water quality and detention pond capacities, culverts, swale calculations, and riprap and erosion control calculations have been completed using UDSewer and UDInlet from UDFCD, as well as other spreadsheets and hydraulic software. Please refer to the appendices of this report, as well as the Final Drainage Report for the HTP Infrastructure Improvements for applicable and additional calculations. E. Variance No variances are being requested for the project. IV. DRAINAGE FACILITY DESIGN A. General Concert Ten proposed drainage basins (basins 1-10) will provide conveyance (or future conveyance, as applicable) of runoff to the proposed water quality and detention Pond 100, located south and north of Timberwood Drive and Precision Drive, respectively, and east and west of Technology Parkway and Lady Moon Drive, respectively. Pond 100 will provide water quality and detention for basins 1-8, and 10, with all basins allowed up to an 80% impervious ratio for each basin. Two outlet structures within Pond 100 will provide controlled releases (5 cfs to the west,12 cfs to the east), prior to runoff being directed downstream. 8 0 Pond 100 provides approximately 12.79 acre-feet of combined water quality and detention volume for not only the 21.08 acres of the Harmony Commons project, but also for additional adjacent areas (total of 48.3 acres), per the HTP Masterplan. Pond 100 has been sized to detain up to the 100-year event, while receiving the 100-year flow from the 48.3 acre masterplan area (at 80% impervious ratio). Upon development of basins 1 and 8 (Harmony Commons), runoff from these two basins and adjacent runoff from basins 2-5 will be routed to Pond 100 via proposed storm sewer inlets and piping (from HTP Infrastructure Improvements project) and proposed Swale A, which is shown and contained within the HTP Pond plans. Upon future development of areas immediately south of Timberwood Drive, it is anticipated that Swale A will be replaced with a piped storm sewer system; however, this will be provided and shown with future development, as may be applicable. Please refer to the proposed drainage basin exhibit in Appendix F, and the rational and storm sewer pipe sizing calculations in Appendices B and C for the proposed roadway and HTP Pond portion areas, and also for the future development areas. B. Specific Details (The following basin information contains excerpts taken from HTP Infrastructure Improvements Final Drainage Report. Please also refer to the said report for additional information, as may be applicable.) Basin 1• A CDOT Type C Inlet with close mesh grate will be installed at design point 1 to provide an outfall for the future development of the parcel in this area. The CDOT Type C Inlet will also serve as the outfall point for the median underdrain that will be installed under the median in Technology Parkway with the HTP Infrastructure Improvements project. Future development of Basin 1 shall provide for runoff being conveyed to the CDOT Type C Inlet. Basins 2 & 3• Proposed 5' Type R Inlets will be placed at design points 2 and 3 to capture runoff from basins 2 and 3. Runoff will combine with that from Basin 1 (as may be applicable) and will be conveyed east in the proposed storm sewer system towards design point 3A. Runoff will flow south in Swale A and in to Pond 100. Please refer to the drainage exhibit for cross-section information and sizing of Swale A. Basins 4 & 5• Proposed 5' Type R Inlets will be placed at design points 4 and 5 to capture runoff from basins 4 and 5. Runoff from basins 4 and 5 is conveyed south in the proposed storm sewer system and into an interim cobble pit on the south side of Timberwood Drive, which will be constructed with the HTP Infrastructure Improvements project. Future development in this area (south of Timberwood Drive) will extend the pipe (or provide a swale system) to Pond 100, as approved by MAVDevelopment. Basins 6 & 7• Basins 6 and 7 will convey their runoff east along a short segment of Timberwood Drive, then north and south, respectively, down Lady Moon Drive and into the existing inlets and storm system in Lady Moon Drive, as historically occurs. Basin 8• Two, 2' x 5' RCB's will be installed at design point 8 to serve as an outfall for the development of basins 1 and 8, and the associated Harmony Road and Lady Moon Drive frontage to basin 8, as historically flows to and through parcel 8. The two, 2' x 5' RCB's will also serve the developed condition of the roadway for basins 2-3. Runoff from basins 1-3, and 8 will be conveyed to and through the two, 2' x 5' RCB's. The two, 2' x 5' RCB's have been modeled to carry 'h of the attributing 100-year flow (for the future developed condition) from basin 8 (Q100 = 85.26 cfs), as well as the 100-year, routed flow from basins 2-3, and basin 1(for the future developed condition of basin 1: Qioo = 33.23 cfs). This provides for approximately 70.14 cfs being utilized to size the western 2' x 5' RCB. It's important to note that the runoff from basins 1-3 will only discharge to the westerly 2' x 5' RCB. The easterly 2' x 5' RCB will convey the remaining 42.63 cfs (other 'h of the 100-year from basin 8) south under Timberwood Drive. Please refer to Interwest's plans for the upstream inlet structure(s) to be constructed and for connection details to the north end of the 2' x 5' RCB's. This measure will provide for the 100-year flow from basin 8 being conveyed under Timberwood Drive and to Pond 100. It's important to note that the combined imperviousness ratio for basin 8 shall not exceed 80%, as required by the HT? Masterplan. Basins 9 & 10• Runoff from basins 9 and 10 will be conveyed south down Timberwood Drive to proposed 10' Type R Inlets at design points 9 and 10. Runoff will be conveyed, via storm sewer pipes, east and west of Technology Parkway, to interim cobble pits (for the interim condition only). Runoff will infiltrate into the existing fields, as historically occurs. Future development east and west of basins 9 and 10 will be required to connect to the existing storm sewer stubs and extend the storm sewer systems to the Pond 100 and to a second regional pond or onsite pond for areas west of Technology Parkway, as may be applicable for these specific areas. 10 Please refer to the proposed drainage basin exhibit in Appendix F, and the rational and storm sewer pipe sizing calculations in Appendices B and C for the proposed roadway and HTP Pond portion areas, and also for the future development areas. Overflow Conditions: Should outlet structures, outlet pipes, or culverts become clogged, runoff will spill east-southeast and over the existing field, as historically occurs. C. Detention Pond Pond 100 has been sized to provide water quality and detention for not only the proposed 21.08 acres of the Harmony Commons project, but also for the future ultimate development (build -out) of the total 48.30 acre area, as shown in the HTP Masterplan, for SWMM basins 401, 600, and 601. Pond 100 will provide 12.79 acre- feet of combined water quality and detention volume (1.59 acre-feet of water quality), thus exceeding the 5.88 acre-feet of combined water quality and detention volume (0.69 acre-feet of water quality) required for the 21.08 acre build out of the attributable Harmony Commons project drainage basin areas. Please refer to Ultimate Pond 100 Rating curve in Appendix C for SWMM basin and cumulative pond sizing information. Pond 100 will allow for detention up to the 100-year event (for 48.3 acres of developed area) and will contain two outlet control structures. The east structure will be a water quality and outlet control structure and will have a water quality plate set to control and provide up to 1.59 acre-feet of water quality volume (for 48.30 acres) at an elevation of approximately 4904.70. (The 100-year WSEL for the 21.08 acre development (Harmony Commons) will be approximately 4906.40). The east structure will be a 100-year single stage box control structure with an orifice control plate at the back of the box over the entrance of the 24" RCP outlet pipe. Orifice sizing provides for the orifice plate utilizing an 11.52" diameter opening, thus discharging the allowable 12 cfs east and into the existing storm sewer system in Lady Moon Drive, as allowed by the HTP Masterplan. The second outlet structure will be located on the west side of Pond 100 and will entail a modified CDOT Type C inlet with close mesh grate and an orifice control plate constructed at the back of the box over the entrance of the 24" RCP outlet pipe. Orifice sizing provides for the orifice plate utilizing a 9.57" diameter opening, thus discharging the allowable 5 cfs west and into the storm sewer system in Technology Drive (constructed with the HTP Infrastructure Improvements project), as allowed by the HTP Masterplan. The structure and inlet grate shall be constructed to provide for the east side of the inlet grate set at 4906.00 and the west side of the inlet grate at an elevation of 4908.00. 11 It's important to note that the 100-year WSEL for Pond 100 for the ultimate build -out of the 48.3 acre masterplan area will be approximately 4908.25. Pond 100 and the east and west orifice control plates are being constructed for the ultimate build -out condition of the 48.30 acres at a combined impervious ratio of 80%. The emergency spillway has been sized and shall be constructed along the east side of Pond 100. The proposed spillway shall be 103' wide, with a bottom -of -weir overflow elevation of 4909.66. The top -of -weir elevation will be 4910.66, thus providing a weir flow depth (free -board depth) of approximately 1.0' (overflow is anticipated to reach a depth of approximately 0.82' for the estimated 100-year flow of 231.84 cfs for 48.3 acres at c=0.80, I = 6in/hr). Should Pond 100 overtop, flows will spill east-southeast and over the existing field, as historically occurs. Future development east/ southeast of the regional detention pond shall be designed to ensure a positive overflow path to the east and into Lady Moon Drive. D. Street Capacities Street capacity calculations were provided for in the HTP Infrastructure Improvements Final Drainage Report. Please refer to this report for details on applicable roads. V. STORM WATER QUALITY A. General Concept & Specific Details The water quality aspect of stormwater runoff must be addressed on all final utility plans. Therefore, the proposed water quality/ detention pond (Pond 100) will have adequate capacity, in accordance with the HTP S WMM Model, and will provide all of the required water quality and detention up to the 100-year event for the developed condition of the subject site (Harmony Commons) and offsite adjacent areas (up to an impervious ratio of 80% for onsite parcel areas and associated, adjacent roadways) (total of 48.3 acres), prior to releasing flows downstream. Best Management Practices (BMP's) for the treatment of stormwater will be provided in the HTP Pond area through the utilization of grass scrubbing across the bottom of Pond 100 during first flush conditions, as well as a 40-hour extended detention structure with orifice control (east side of Pond 100) and a secondary orifice outlet control structure (west side of Pond 100). These water quality features/structures will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed downstream to the McClelland's Drainage Basin. 12 • Best Management Practices (BMP's) for the treatment of stormwater runoff shall also be provided with development of future, adjacent parcels and may include grass/ sod - lined swales with soft pans, riprap pads at culvert discharge points, permanent erosion control fabric or riprap at curb cuts and swale entrances into the future, regional or onsite pond(s), and grass scrubbing across the bottom of the future, regional water quality and detention pond(s) during first flush conditions. Please refer to plans by Interwest for onsite BMP's and LID's for the Harmony Commons project, and future plans by others for other BMP's and LID's attributable to future, development basins/areas. VI. EROSION CONTROL A. General Concept The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, but should be minimal after completion of proposed Pond 100. Silt fence will be installed along the boundaries of the grading areas, as shown in the erosion control plan, to prevent sediment from leaving the project area. A gravel tracking pad(s) will also be placed at entrances/exits to the HTP Pond area(s). Gravel inlet filters may be placed at nearby existing and proposed inlets and outlet structures, with straw wattles installed in green areas and swales to mitigate the build-up of sediment and transport of debris. Riprap and erosion control fabric will also be utilized at concentration points (riprap pads and pipe outlets) to minimize erosion and increase soil stabilization. VH- CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the private storm drainage facilities within offsite parcels. The owners of the offsite parcels will maintain their on -site storm drainage facilities on a regular basis. The following shall be implemented for the private stormwater improvements' operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the water quality/ outlet 13 control structures, as may be applicable, shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the interim facilities. 2) Sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the swales. 3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the HTP Pond project, with these and additional measures being utilized on an as -needed basis. B. Drainage Concept The proposed drainage concepts presented in this study and shown on the utility plans, as well as that from the HTP Infrastructure Improvements project, adequately provide for the transmission of developed runoff from the proposed HTP Pond development and adjacent roadway improvements to Pond 100. Future development will provide for the removal of applicable cobble pits and shall extend storm sewer piping to Pond 100, as applicable. Runoff for all other areas will provide for the 100-year developed (and historic) flows and drainage patterns from adjacent offsite basins to continue to be conveyed to discharge points, per the HTP drainage Masterplan, or as historically occurs, and to drainage facilities, as required by the HTP Masterplan, and subsequent plans and reports. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Ouality The final design for the Pond Only portion of the Harmony Commons project has addressed the water quality aspect of stormwater runoff. The proposed grass -lined detention pond with extended detention and water quality and outlet control structures will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream. 14 Furthermore, the proposed grass -sod -lined swale, riprap pads at culvert outlets, permanent erosion control fabric and other erosion control devises that may be utilized for side -slopes and embankments will provide additional mechanisms for pollutants to settle out of the stormwater runoff before flows are directed south and ultimately to Fossil Creek Reservoir Current proposed development for the onsite portion of the Harmony Commons project and other adjacent and future development shall also provide final design which addresses the LID and BMP aspects of stormwater runoff. Please refer to onsite plans and onsite drainage report, by Interwest, for the applicable onsite portion for the Harmony Commons project. It's important to note that in the interim condition for undeveloped land adjacent to Pond 100, runoff will flow historically across the agricultural field areas and is anticipated to infiltrate into the soil, thus maintaining water quality for the area. Please also refer to the HTP Infrastructure Improvements Final Drainage and Erosion Control Report for additional information regarding adjacent areas that will be treated and routed to Pond 100, once development occurs. D. Erosion Control Concept Proposed erosion control concepts have been provided for and adequately provide for the control of wind and rainfall erosion from the HTP Pond development. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the Pond Only portion of the Harmony Commons is approximately $30,159.00. Please refer to Appendix E for this calculation. 15 • 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997. 3. East Harmony Portion of McClellands Basin 100-Year Master Plan, by Icon Inc., Fort Collins, Colorado, August 1999. 4. Final Drainage and Erosion Control Report, Harmony Technology Park 2nd Filing, by JR Engineering, June 20, 2001. 5. 2004 High School Drainage and Erosion Control Study, Poudre School District R-1, by Nolte Associates, Inc., June 24, 2002. 6. Final Drainage and Erosion Control Report, Harmony Technology Site Master Plan, by Stantec Consulting, May 19, 2008. 7. Final Drainage and Erosion Control Study for Harmony Technology Park Third Filing, by Stantec Consulting, May 19, 2008. 8. Final Drainage and Erosion Control Report for the Harmony Technology Park Infrastructure Improvements, by Aspen Engineering, November 4, 2015. 16 APPENDIX 17 APPENDIX A 18 • VICINITY MAP W6 r n� rig I .�a I APPENDIX B 20 • RATIONAL METHOD HYDROLOGY (Excerpt from HTP Infrastructure Improvement Project) 21 (SEGia Exc60r Fes^ HTD r1vFRlhsr�ucTt,QF i PAPRuJE MW-1 PR.oTECr ) Developed Weighted Runoff Coefficients Hamrony Tech Park Fifth Filing 100002 • 1 0 0 168,000 0 29,025 197,wt, 0.80 2 0 10,793 4.495 0 3.288 18,576 0.81 3 0 10,700 4,457 0 3,260 18,417 0.81 4 0 7.540 3,141 0 2,296 12,977 0.81 5 0 7,647 3,185 0 2,330 13,162 0.81 6 0 2,252 938 0 685 3,875 0.81 7 0 2,252 938 0 685 3,875 0.81 8 0 0 550,000 0 100.412 650.412 0.80 9 0 73,542 13,808 0 14,933 102,284 0.84 10 0 64,034 13,006 0 13,276 90,316 0.84 Total Acreage 0.00 4.10 17.49 0.00 3.91 25.60 Ratio M. 2 0 10,793 4,496 0 3,288 18,576 83% 3 0 10,700 4,457 0 3,260 18,417 83% 4 0 7,540 3,141 0 2,296 12,977 83% 6 0 7,647 3,185 0 2,330 13,162 83% 6 0 2,252 938 0 685 3,875 83% 7 0 2.252 938 0 685 3,875 83% 8 0 0 550,000 0 100,412 650,412 85% 9 0 73,542 13,808 0 14,933 102,294 86% 10 0 64,034 __.. 13,006 0 13,276 90,316 86% land Usa ar aueeea Chanmonaau Percent bqP 1 rbmrrms eualmm: Commercial areas 95 Nethborhood an m 55 KdOwd a gg MuMunk adaN 75 Nalfa Ire or la Apartmenm g0 hrduatrlel: aces g0 He�.nm 90 5 Playgrounds: 10 schoom: 50 RaUnmd yard areas: 15 Ondaw ar : HistarleafFlOwAnahlb 2 omwbe0s, eadcum-al 05-40 Dar amyrb n mnd um rat 45 6traata: Pared 100 Gravel 40 and Olawa0m: g0 Roo1c 90 Lawns, undy sail 0 Lm�dammfl I 0 wa1•r7r MoMtFlpam 191 PM 11l50=15 A + O w r U~ U n u U to oo 14 II O z ~ LL Es oLL Z rn V L) a o to O� c�io C) m ti O w P N O Y < M c Gw r w J .. 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W NM Y� om Co N l' 1 O W W r W QI 0 O W y h m a N m 3 m� 3U m a 03. so r1 pO J �a 'mu C J Wa a N u m0< Z W • C rc 8 O� pLL2 6 6gr SL U dD0 E c m `e 0 0 � c f b m em O a 8a u ��Gm m N N N@ 0 0 0 N P N <CI N mm� ^ Agi $� (y m fGG CCCl00°G�G�C� I:g lVn 88 C� O O O O O O O O C O O O O O C C p M^r e m Goi qo 0po 79Nl0@IA. NM mM t70m °1 a fOOCG OO C �IVN 4i 62 CG H r ���mNmnnn.-mow mmmmwwnnm 1�0 W w 00i Q h �N NN ^n m ryr m Yl w `� w Q n m N Vpp pppppp p pp p d opo o do 00 =88000O�Y9? po po po p0000 !n � E.-Nnn+i ainm14 E L$0000000000 OIL NO Om O f v 1 I I t 1 I I I O G O O N M1 yp EllI a an a n 2' 0 op o 0 r Iq 'aE�v+vi ri vi viri mwm � nm00 R 8 � c L APPENDIX C 22 POND CAPACITY CALCULATIONS & RATING CURVES, OUTLET STRUCTURES & STORM SEWER PIPE SIZING, ORIFICE SIZING, & OVERFLOW WEIR SIZING (Excerpts from HTP Infrastructure Improvement Project also included) 23 100 Year Project: HTP Sixth Filing (Interim Pond for 21.08 acres (Basins 1-8 only) Design by. J.Gooch Date: 12/1/2015 This is to convert % imp. to a C value 100- ear must insert % imp. and Cpervious). Required detention 1t' acre-ft: C' value 0.8257990L4}5 922E 'C'' 1.25 1 Area 21.08 acres Modified Modified Release Rate 7.38 (0.35cfs/acre) M. FATER D. JUDISF C. LI 5195 Nov-97 Nov-98 DETENTION POND SIZING TIME TIME INTENSIn O 100 Runoff Release Required Required cum 100 year Volume Cum total Detention Detention (mins) (secs) (in/hr) ds) ftA3 (ftA3) (ftA3) ao-ft 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 9.950 209.75 62923.8 2214.0 60709.8 1.3937 10 600 7.720 162.74 97642.56 4428.0 93214.6 2.1399 15 9001 6.520 137.44 123697.4 6642.0 117055.4 2.6872 20 12001 5.600 118.05 141657.6 8856.0 132801.6 3.0487 25 1500 4.980 104.98 157467.6 11070.0 146397.6 3.3608 30 1800 4.520 95.28 171506.9 13284.0 158222.9 3.6323 35 2100 4.080 86.01 180613.4 15498.0 165115.4 3.7905 40 2400 3.740 78.84 189214.1 17712.0 171502A 3.9371 45 2700 3.460 72.94 196929.4 19926.0 177003.4 4.0634 50 3000 3.230 68.09 204265.2 22140.0 182125.2 4.1810 55 3300 3.030 63.87 210778.9 24354.0 186424.9 4.2797 60 3600 2.860 60.29 217039.7 26568.0 190471.7 4.3726 65 3900 2.720 57.34 223616.6 28782.0 194834.6 4.4728 70 4200 2.590 54.60 229308.2 30996.0 198312.2 4.5526 75 4500 2.480 52.28 235252.8 33210.0 202042.8 4.6383 80 4800 2.380 50.17 240817.9 35424.0 205393.9 4.7152 85 5100 2.290 48.27 246193.3 37638.0 208555.3 4.7878 90 5400 2.210 46.59 251568.7 39852.0 211716.7 4.8603 95 5700 2.130 44.90 255932.3 42066.0 213866.3 4.9097 100 6000 2.060 43.42 260548.8 44280.0 216268.8 4.9648 105 6300 2.000 42.16 265608 46494.01 219114.0 5.0302 110 6600 1.940 40.90 269908.3 48708.0 221200.3 5.0781 115 69001 1.890 39.841 274904.3 50922.0 223982.3 5.1419 120 7200 1.840 38.791 279267.8 53136.0 226131.8 5.1913 125 7500 1.790 37.73 282999 65350.0 227649.0 5.2261 130 7800 1.750 36.89 287742 57564.0 230178.0 5.2842 135 8100 1.710 36.05 291979.1 59778.0 232201.1 5.3306 140 8400 1.670 35.20 295710.2 61992.0 233718.2 5.3654 145 8700 1.630 34.36 298935.5 64206.0 234729.5 5.3886 150 9000 1.600 33.73 303552 66420.0 237132.0 5.4438 155 9300 1.570 33.10 307789.1 68634.0 239155.1 6.4902 160 9600 1.540 32.46 311646.7 70848.0 240798.7 5.5280 165 9900 1.510 31.83 315124.9 73062.0 242062.9 5.5570 170 10200 1.480 31.20 318223.7 75276.0 242947.7 5.5773 175 10500 1.450 30.57 320943 77490.0 243453.0 5.5889 180 10800 1.420 29.93 323282.9 79704.0 243578.9 5.5918 185 11100 1.400 29.51 3275832 81918.0 245665.2 5.6397 190 11400 1.380 29.09 331630.E 84132.0 247498.E 5.6816 195 11700 1.360 28.67 335425 86346.01 249079.6 5.7181 200 12000 1.340 28.25 338966.4 88560.0 250406.4 5.7485 205 12300 1.320 27.83 342254.9 90774.0 251480.9 5.7732 210 12600 1.300 27.40 345290.4 92988.0 252302.4 5.7921 215 12900 1.280 26.98 348073 95202.0 252871.0 5.8051 220 13200 1.260 26.56 350602.6 97416.0 253186.6 5.8124 225 13500 1.240 26.14 352879.2 99630.0 253249.2 5.8138 230 13800 1.220 25.72 354902.9 101844.0 253058.9 5.8094 235 14100 1.210 25.51 359645.9 104058.0 255587.9 5.8675 240 14400 1.2001 25.301 364262.41 106272.0 257990.4 5.9226 �Fo� r�tFo�MA-Tio-etAz PW45-C-5 onld a SEE Fox rosj9,tIKw Dsrjk Ls 1#4-10A Dft6wT100 vouwa t 4 U&N - e. b 9 At - Pl- torn Of A F i Page 1 E72 9 G g� oa0000a0000a � g 8 0 0 �i Pond100RatingCurvelnteriml-8-16.txt HTP sixth Filing (Harmony Commons) Pond 100 Interim Rating Curve (For interim 21.08 acresof Haromony Commons ]RG 1-12-16 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area CUmml Avg Cumml Conic # ft ft2 acft acft 4909.0000 204511.3591 16.2975 16.1550 4908.0000 186547.8933 11.8087 11.6678 4907.0000 145135.2048 8.0015 7.870%, SAS Ac- Fr(fee-YA F-A 4906.0000 137435.9380 4.7581 4.6275 4905.0000 89775.0698 2.1500 2.0388 4904.0000 39959.2591 0.6609 0.5877 7-1.og Ack6s) 4903.0000 8796.4285 0.1013 0.0711 4902.0000 25.4000 0.0000 0.0000 '. boa-YR ws1-j- � g906.9a ftwon coA*uJs Fob WFAAATWhL t4hsc�5 oy&j . �SEF LWTl"'M PoN6 too C&X5. rOj Ca�tS71ZK.crro�+1 �A+Ls �. Page 1 ( I'&" 1&0 VLTiMME CtnjblTiopj Ta BE" GW5T£ncrl<A) Pond100RatingCurvelnt&ultimatel-8-16.txt HTP sixth Filing (Harmony Commons) Pond 100 Rating curve (For interim and ultimate condition for 48.30 acres: swmm Basins 401,600, & 601)) JRG 1-8-16 #units=Elevation,ft,Area,ft2,volume,acft,volume,acft # Elev Area Cumml Avg Cumml Conic # 4909.0000 204511.3591 ft ae16.2975 ft ae16.15 0 {eo'YR = It.�9 kc.rr Ca V0L"q�F 4908.0000 186547. 8933 11.8087 11.6678 Igoe. ZS 4907.0000 145135.2048 8.0015 7.8705 4906.0000 137435.9380 4.7581 4.6275 4905.0000 4904.0000 89775.0698 39959.2591 2.1500 0.6609 2.0388 0.50�We"1,51M-Fr p 199oj.90 4903.0000 8796.4285 0.1013 0.0711 4902.0000 25.4000 0.0000 0.0000 Required 100-yr swmm volume = 12.79 ac-ft (including 1.59 ac-ft WQCv) *SWMM Pond 101: 1.3 ac-ft (Detention) + 0.23 ac-ft (wQCv) = 1.53 ac-ft *SwMM Pond 600: 2.2 ac-ft (Detention) + 0.41 ac-ft (wQCv) = 2.61 ac-ft *swmm Pond 301: 7.7 ac-ft (Detention) + 0.95 ac-ft (wQCv) = 8.65 ac-ft * 1' CFs IS CowABINEA kkL-&-pb& RA-r& FRS 5tiMM pies Sat ? to I IZ efs r5' e" ) . Ib, 3a A-ct&5 t- 0, 74 AeUrs of AhbinjW& 01-A Ft m T" C-Mr Y: of T"Fctf- PAKWI Wi - Mb 7b T?Fe IS4,04kc Ask C w%r6W Tv PmdA ron , Hv4"AA 1 /4 fp4X. 2 /ktH PRoPL' " 1-11jE brill, 91?ks PEA too , T►t6 0e141oAt a41.3o AYeer Fkm TW* C.4504"JE, orw TH*w 5V4TK T- T" -F46" ifSPhv 15 I njwlrq MTP MAsT 01" J lR BE 2. AciUs Fiv++ Thtf 99.30 3k POO-D too Fob ►* M4►iy Co,MftWY IS T4E G,waLA"Vic of SWM#% Powys {01, 606, s 361 A jb &CE6d s 7l�lr�t' R&a a BY )1+6 SI•M4M AWI-t- . Page 1 1 J s a N w N O 0. v � N �0000 0000 eS o 0 0 ta o a o 0 0 0 t 0000 0000 n� 0000 0000 9 0 0 0 0 0 a � 5 0 f e o 0 0 0 o oV 0000 0000 � � 3 P 3s 0 r O N S v v n v v a v e v v oz x3 USj as a° u m o- 3i �gB `-m8 m gym• mm� _mm t � mUvit� m a O m m o 3 e a$ e w � � o $ my m m m m i c io U E F F m e ga D 5 a��g� Zp GE g Sq i Q E E E 4 3 > > 3 a loll 111111110iflillill I In I I MINIMUM NINE I III! SwMMPond301 9-17-15.txt HTP Pond Prelim. Pipe Sizing for Q100 = 12cfs outflow (to east) )RG 9-17-15 Manning Pipe calculator Given Input Data: shape ....................... Circular Solving for ..................... Diameter Full Diameter ........................ 24.2875 in ✓ Depth ......................... 24.2875 in Flowrate ........................ 12.0000 cfs slope 0.0040 ft/ft Manning's n ..................... 0.0160 computed Results: Area .......................... 3.2173 ft2 wetted Area ..................... 3.2173 ft2 wetted Perimeter ................ 76.3013 in Perimeter ....................... 76.3013 in velocity ... .................... 3.7298 fps Hydraulic Radius ................ 6.0719 in Percent Full .................... 100.0000 % Full flow Flowrate .............. 12.0000 cfs Full flow velocity .............. 3.7298 fps critical information critical depth .................. 14.8788 in critical slope .................. 0.0081 ft/ft critical velocity ............... 5.7972 fps critical area ................... 2.0700 ft2 critical perimeter .. ........... 43.6207 in critical hydraulic radius ....... 6.8333 in critical top width .............. 24.2875 in specific energy ................. 2.1913 ft Minimum energy .................. 1.8598 ft Froude number ................... 0.4304 Flow condition .................. subcritical Page 1 24" ReP ✓ SwMMPond301 towest9-17-15.txt HTP POND Prelim. Pipe Sizing for Q100 = 5cfs outlfow (to west) 7RG 10-15-15 Manning Pipe calculator Given Input Data: shape ........................... circular Solving for ..................... Diameter Full LWASIV Diameter ........................ 18.4599 in ✓" 244ACP Depth ........................... 18.4599 in Flowrate ........................ 5.0000 cfs slope ........................... 0.0030 ft/ft Manning's n ..................... 0.0160 Computed Results: area .......................... 1.8586 ft2 wetted area ..................... 1.8586 02 wetted Perimeter ................ 57.9934 in Perimeter ....................... 57.9934 in velocity ... 2.6902 fps Hydraulic Radius 4.6150 in Percent Full .................... 100.0000 % Full flow Flowrate .............. 5.0000 cfs Full flow velocity .............. 2.6902 fps critical Information critical depth .................. 10.2426 in critical slope .................. 0.0084 ft/ft critical velocity ............... 4.7209 fps critical area ................... 1.0591 ft2 critical perimeter .............. 31.0220 in critical hydraulic radius ....... 4.9163 in critical top width .............. 18.4599 in Specific energy ................. 1.6254 ft Minimum energy .................. 1.2803 ft Froude number ................... 0.3561 Flow condition .................. 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Area or Diameter Flowrate ........................ 12.0000 cfs Coefficient ..................... 0.9800 Headwater ....................... 4908.2500 ft Tailwater ....................... 4903.8000 ft Computed Results: Diameter ........................ 11.5183 in --2j SIR, A 11, SZ velocity ........................ 16.5834 fps �.- Page 1 westorificecontroll-12-16.txt HTP sixth Filing (Harmony Commons - POND ONLY PORTION) orifice control for west outlet structure ]RG 1-12-16 orifice calculator Given Input Data: solving for ..................... Area or Diameter Flowrate ........................ 5.0000 cfs coefficient ..................... 0.9800 Headwater ....................... 4908.2500 ft Tailwater ....................... 4906.6300 ft computed Results: Diameter ........................ 9.5718 in velocity ........................ 10.0058 fps Page 1 d IA.. A Project: HTP Sixth Filing (Pond Only) Location: Pond 100 Broad Crested Weir - Basic Equation: Q _ C*L*H1.s Calculate Q from Dimensions: C= 3.00 Ir 103 ft H= 1.00 ft Q= 309 cfs ASPEN ENGINEERING Proj. Number: 100-003 By: J. Gooch *This Q value was taken from the Rational Calculations. and is based on 48.3 acres, at c-0.80, with I = 6in/hr) Calculate L from Q and H *Q= Q100 x 1.33....... Q= 231.84 x 1.33 = 308 cfs. C= 3.00 Q= 231 cfs H= Freeboard - Overflow Inv. = 4910.66- 4909.66 = 1.0' Ham-- 1.00 ftft-� FREE$o�D of, Calculate H from Q and L C= 3.00 Q= 231 cfs L= 103 ft H= 0.82 ft ^� Therefore ... L=103' P014 LE Wry of fla J ov62 W 614 APPENDIX D 24 RIPRAP, SWALE SIZING, & EROSION CONTROL CALCULATIONS 25 ASPEN ENGINEERING HTP Sixth Filing Riprap Outfall (DP 8) 2- 2'x5' RCB's Updated: 30-Nov-15 BOX Width: W 120 in Box Height: H 24 in Discharge: Q 112.77 cfs ailwater: y 2.1 ft (known) 1. Required riprap type: By: AGW Checked: JG Soil Type: Erosion Resistant Soil (Clay) Max Velocity v 7.7 ft/sec RECTANGULAR CONDUIT Q/W H" s = 3.99 < 6 —> use design charts H 2.00 ft Yt/H = 1.05 Q/WHA0.5 = 7.97 d50 = 0.11 in ----> 0 in 12 ' T RA In ype 6 7 2. Expansion Factor: 6 _0r; 1/2tan©= 6.8 s 3. Riprap Length: , g At = Q/V = 14.65 ft2 L=1/2tan0' (At(Yt - D) = 34 ft 4. Governing Limits: L>3D 6 ft L<10D 20 ft 5. Maximum Depth: Depth = 2d50 = 2 (0 in / 12) = 6. Bedding: 2 ft TAILMNTER DEPTN/CONWR NEI6NT-Y,/N MD-24 EXPANSION FACTOR FOR RECTANGULAR CONDUITS r .. ...■. ■�.O. Use 1 ft thick layer of Type II (CDOT Class A) bedding material. Y,/N UY XQ wtyy d N M,IyhI p ." I Yp.t1„Kpl NY . M . ,.1. 7. Riprap Width: ... TM L a . e.b.e 0 U de .v.a. Nyu.14II—RPMNaM I,.�.ya al R.Cgb CO.O� OYY,YW b,Q1.L' [ �. Width = 3D = 3 (24 in /12) = 6 ft (Extend riprap to minimum of culvert height or normal channel depth.) Summary: 12 Length = 20 ft Depth = 2 ft Width = 12 ft 11/30/2015 SwaleA.txt HTP POND Swale A (for MAVD parcel and HTP Retail Parcel flow only) ]RG 10-15-15 channel Calculator Given input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate ........................ 112.7700 cfs Slope ........................... 0.0050 ft/ft manning's n ..................... 0.0290 Height .................... 36.0000 in Bottom width .................... 48.0000 in Left slope ...................... 0.2500 ft/ft (V/H) Right slope ..................... 0.2500 ft/ft (v/H) computed Results: De th 25.7065 in velocity ........................ 4.1883 fps Full Flowrate ................... 244.8295 cfs Flow area ....................... 26.9251 ft2 Flow perimeter .................. 259.9813 in Hydraulic radius ................ 14.9134 in Top width ....................... 253.6521 in Area ............................ 48.0000 ft2 Perimeter 344.8636 in Percent full 71.4070 % Critical information critical depth 20.9867 in critical slope .................. 0.0124 ft/ft Critical velocity ............... 5.8643 fps Critical area ................... 19.2300 ft2 critical perimeter .. 221.0607 in critical hydraulic radius ....... 12.5265 in Critical top width .............. 215.8935 in Specific energy ................. 2.4148 ft Minimum energy .................. 2.6233 ft Froude number ................... 0.6542 Flow condition .................. Subcritical Page 1 HTP POND Swale A ultimate (MAVD west and east sides of 7RG 10-15-15 channel calculator Swale A ultimate.txt parcel, HTP Retail Parcel, +20 cfs from adg,7acent parcels on Swale A: approx. 4 acres, c=0.80, i= 6in/hr) Given Input Data: shape....................... Solvingfor ..................... Flowrate ........................ Slope........................ Manning's n ..................... Height.................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Depth........................... velocity ........................ Full Flowrate ................... Flowarea ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter Percent full .................... Trapezoidal Depth of Flow 132.7700 cfs 0.0050 ft/ft 0.0290 36.0000 in 48.0000 in 0.2500 ft/ft (V/H) 0.2500 ft/ft (V/H) 27.6247 in 4.3666 fps 244.8295 cfs 30.4061 ft2 275.7991 in 15.8756 in 268.9976 in 48.0000 ft2 344.8636 in 76.7353 % critical information critical depth .................. 22.7041 in critical slope .................. 0.0121 ft/ft critical velocity ............... 6.0662 fps critical area ................... 21.8868 ft2 critical perimeter .............. 235.2228 in critical hydraulic radius ....... 13.3988 in critical top width .............. 229.6328 in Specific energy ................. 2.5984 ft Minimum energy .................. 2.8380 ft Froude number ................... 0.6610 ✓ Flow condition .................. Subcritical Page 1 Fco.80✓� -'. FfviPubiSl� (.s f C 35a 04 AT- uPst�FA� � DaJSTRE/Fr trF Z — Z'us' ALA" C@ A rtcl- -P PAVo lot. Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3130 by Autodesk, Inc. Swale A Interim Condition Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 3.00 Invert Elev (ft) = 1.00 Slope (%) = 0.53 N-Value = 0.029 Calculations Compute by: Known Q Known Q (cfs) = 112.77 Monday, Nov 30 2015 Highlighted Depth (ft) = 2.12 Q (cfs) = 112.77 Area (sqft) = 26.46 Velocity (ft/s) = 4.26 Wetted Perim (ft) = 21.48 Crit Depth, Yc (ft) = 1.75 Top Width (ft) = 20.96 EGL (ft) = 2.40 Elev (ft) Section 5.00 4.00 JO 3.00 2.00 1.00 0.00 5 10 15 20 Reach (ft) 25 30 35 40 Depth (ft) 4.00 3.00 2.00 1.00 M --i nn Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Swale A Ultimate Condition Trapezoidal Bottom Width (ft) = 4.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 3.00 Invert Elev (ft) = 1.00 Slope (%) = 0.53 N-Value = 0.029 Calculations Compute by: Known Q Known Q (cfs) = 132.77 Elev (ft) 5.00 4.00 M 2.00 1.00 M M 0 5 10 15 Section 20 Reach (ft) Monday, Nov 30 2015 Highlighted Depth (ft) = 2.28 Q (cfs) = 132.77 Area (sqft) = 29.91 Velocity (ft/s) = 4.44 Wetted Perim (ft) = 22.80 Crit Depth, Yc (ft) = 1.90 Top Width (ft) = 22.24 EGL (ft) = 2.59 25 30 35 Depth (ft) 4.00 3.00 2.00 1.00 e �� —1.00 40 APPENDIX E co EROSION CONTROL ESCROW ESTIMATE 27 EROSION CONTROL COST ESTIMATE Project: HTP Sixth Filing 100-003 Prepared By: JRG Date: i/10! 16 CITY RESEEDING COST Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 8.34 ac $723 $6,029.82 Subtotal $6,030 Contingency 50% $3,015 Total $g 045 Notes: 1. A<=5 ac=$655/ac; A>5 ac:=$615/ac. EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes Vehicle Tracking Mat 82 CY $30 $2,460 6 Gravel Filter 3 ea $300 $900 6 Straw Wattle Barrier 0 ea $150 $0 8 Silt Fence Barrier 4192 LF $3 $12,576 38 Gravel Mulch 0 ac $1,350 $0 39 Hay or Straw Dry Mulch (1-5% slope) 8.34 ac $500 $4,170 Subtotal $20,106 Contingency 50% $10,053 Total $30,159 Total Security $30,169 APPENDIX F 28 PROPOSED DRAINAGE BASIN EXHIBIT, EXHIBITS & EXCERPTS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET 29 ==---��---- - _ ----= merry � ! • _ �a3 6E3 i a (6XC&"7- FROYM t" JUGS Ap jAd,, 4,-) Existing Weighted Runoff Coefficients Harmony Technology Park site 187710040 This sheet calculates the CnmpOSlte'C" values for the Rational Method. 43.5W h' u.I. c.Yoo,wI o/.ue d48,6SU 5.71 10 90 0.32 EX-2 0.96 -0.25 24,158 0.55 20,534 0:47 85 15 0.85 EX-3 0.95 0.25 36.795 0.84 31.275 0.72 85 15 0.85 EX-4 0.95 0.25 478,575 10.99 47.858 1.10 10 90 0.32 EX-5 0.95 0.25 23.637 0.54 20.092 0.46 85 15 0.85 EX-6 0.95 0.25 42,065 0.97 35.755 0,82 85 15 6.85 EX-7 0.95 0.25 2.074,707 47.63 207,471 4.76 10 90 0.32 EX-8 0.95 R25 141,438 3.25 120.222 276 85 15 0.85 OS-1 0.95 0.25 64.326 1.48 54.677 1.26 85 15 0.85 OS-2 _. 095 0.25 44.688 1.03 37.985 0.87 65 15 0.85 _ SEtE°<.0.25�_ ._..._.. - 5.4t8:889r .-124. _ 824.Si9''.. -18` 15.2' I The S+a,-Smw Croup Vunofficial copy was downloaded on Dec-06-2013 from the City or additional information or an official cony. please contact City of Public Records WebdW: httpJ/citydoc&fcgov.com ilities 700 Wood Sttoet Fort Collins, CO 80524 USA 3:38 awe wlwooa i m E m rc n > 1 c u 0 File !0 1 iT fill H k C smntDc HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina1100.IN STANTEC: 3/6/08 o 1 I I 1 . 1 i I SUBAREA GUTTER WIDTH AREA PERCENT GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. NO -2 0 .0 .0 .0 100 100 4591.0 32.9 80.0 1 401 101 1502.0 6.9 80.0 1 501 201 3343.0 23.0 80.0 1 600 600 2563.0 12.4 80.0 1 601 301 4210.0 '29.0 80.0 1 1 801 501 2585.0 16.5 80.0 903 208 300.0 10.0 80.0 1 TOTAL NUMBER OF SUBCATCHMENTS, 7 TOTAL TRIBUTARY AREA (ACRES). 130.72 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) (FT/FT) IMPERV. PERV. IMPERV. PERV. .0300 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 .0200 .016 .250 .100 .300 HARMONY TECHNOLOGY PARK 100-YEAR EVENT FILE: HTPMasterFina1100.IN STANTEC; 3/6/08 INFILTRATION RATE(IN/HR) MAXIMUM MINIMUM DECAY RATE .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 600 601 0 1. .0 .0 0 2. .0 .0 0 3. .0 .0 0 0 4. 6. .0 .I .1 .1 (i- 0 0 0 7. B. 9. .4 . 3.0 .7 2.6 5.3 �� iaw n ` 0 10. 4.6 8.2 c1,5k 0 Il. 6.2 11.5 0 12. 7.9 15.0 0 13. 9.2 18.1 0 14. 10.3 20.7 0 15. 11.1 22.9 0 16. 13.0 27.1 0 17. 15.7 33.1 0 18. 17.8 37.9 0 19. 19.2 41.6 0 20. 20.2 44.5 0 21. 22.0 48.7 0 22. 24.6 54.3 0 23. 26.4 58.7 0 24. 27.8 62.2 0 25. 28.9 64.9 0 26. 35.3 77.7 0 27. 45.6 98.7 0 28. 52.6 114.4 0 29. 57.2 125.6 0 30. 60.1 133.6 0 31. 73.7 161.9 0 32. 94.5 205.5 0 33. 106.3 234.1 0 34. 112.9 252.1 0 35. 116.6 263.5 0 36. 101.2 236.1 0 37. 77.9 189.2 0 38. 66.5 163.3 0 39. 60.3 147.9 0 40. 56.7 138.3 0 41. 50.7 124.3 0 42. 43.3 107.8 0 43. 38.9 97.1 0 44. 36.1 89.8 0 45. 34.3 84.7 0 46. 31.0 77.0 0 47. 26.9 67.7 0 48. 24.2 61.1 0 49. 22.3 56.4 0 50. 21.0 52.9 0 51. 19.7 49.4 5/1612008 I Stantec HARMONY TECHNOLOGY PARY, 100-YEAR EVENT FILE: HTPMaste,-Final (10.IN STANTEC: 3/6/08 1 11 *** PEAK FLOWS. STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *-* *'* NOTE :S IMPLIES A SURCHARGED ELEME"II AND :D IMPLIES A SURCHARGED DETENTION FACiI.FIY CONVEYANCE PEAK. STAGE STOFAGE TIME wac,y :*,CA -4o r too - Y� ELEMENT: TYPE (CFS) tFT) (AC - FT) t.HR'M1N) 100:' 1G1:2 G97.7 4.7 :DiF;E G 0 i J5. 39. -� � G�..'`7) -� ® a c-£ 110:2 201:7 4.5 I �,.3 .0 9:0 2 2. 205:Z 13.9 .O S.G:D 1.4 2 4. S,-7 206:2 20.8 1.9 2 6. 207:3 77.6 (DIRECT FLOW) 0 36. 208:3 63.9 (DIRECT FLOW) 0 36. 210:2 4.7 211:2 301:2 1i.5 ]i.5 1.3 .0 L� 2 Z 20. -� lS 501:2 5i0:3 6.8 26.0 -_ S.o: (DIRECT FLOW) 2 2 2.--P 6. o.ej7&A 511:3 600:2 98.0 9.3 DIRECT FLOW' .0 t 35. i • _ IIt 2 ✓ W&ter : I, S9 ✓ 12.i9 ,.. .� VOL ENOPROGRAM PROGRAFI CALLED Cx CC4P 1 F� r" Mhs,WLm QOoEj- u s unofficial copy was downloaded an Dx.06-2013 from the City of Fort Collins Public Records Website: http://cirydocs.fcgov.c: 5/1612008om additional infonnation or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA 1) CONTRACTOR TO INSTALL SILT FENCE. PRIOR TO BEGINNING CONSTRUCTION ACPNTIES. TOTAL LENGTH OF SILT FENCE 4,513 LF (FOR SILT FENCE A LONG NORTH. NfST, SOUTH, AND EAST BLOOD OF POND IS STORM OUTFALL PIPES. R) ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED 5) STOCK PILES SHALL NOT TO EXCEED 19IN HEIGHT. 4) ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTION ARE TO BE RE -VEGETATED MD RETURNED TO HISTORIC CONDITION. 5) GRAVEL INLET FILTERS SHALL BE INSTALLED ON THE PROPOSED AND SLOWING STREET INLETS, ADJKRXT TO OR DOWNSTREAM OF THE PROJECT, AS MADE AS OTHER NEARBY EYJSTNG INLETS, AS MAY BE DETERMINED BY THE CITY OF FORT COLLINS EROSION CONTROL INSPECTOR. B) VEHFIETRACKINGPAD(5)LOL ONSSH MDETERMINEDBYTHECONTRACT MDPRIMTO CONSTRUCTION. AND SHALL BE SQUADDED ACCORDINGLY. TRACKING PAD LOCATIONS SHORN IN THIS PLAIN WLLBECWRDIMTEDNLTHTIMBERWOODDRIVEIMPROVEMENT$AHD WLLBENLSTALLEDACCARDINGLY T) WE SHEET ASPS FOR EROSION CONTROL NOTES AND DETAILS. 9) PLEASE REFER TO THE LANDSCAPE PLAINS FOR PLANTING PLANS AND OTHER SITE FEATURES TO BE INSTALLED LNTHIN THE POND AREASMHOMY. 9) NORTH ALERCAN GREEN FMRIC SHALL BE INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS MD REQUIREMENTS. PLEASE REFER TO THE DETAILON SHEEEMP9. 4905— PROPOSED INDEX CONTOUR - 5 Et INTERVAL —49W— PROPOSED INIERMI CONTOUR - I ET INTERVAL L HICLE TRACKING PAD SG SET RULED ..AA RIP RAP //�..� "IZIOSSELD IC III CHECK OW AY H Wy + OR STRAW MYMJLCX HAY — GRAVEL INLET FILTER UMTS OF DEVELCPYENT City of Fort Collins, Colorado -- _ UTILITY PLAN APPROVAL APPROVED: My Ergineer Dab CHECKED BY: Water A Wastewater Witt' DOOR CHECKED BY: Sbrmwater WHY Date CHECKED BY: Porky Sc Ret ENCHIn Data CHECKED BY: Traffic Engineer Dote CHECKED BY: Enmonnni Planner Mte THESE PLANS NAVE BEEN REVIEWED BY THE LOCAL ENITTY FOR CONCEPT ONLY. THE REVIEW ODES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE. THE REVIEW GOES CALL UTILITY NOTIFICATION NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS CENTER OF COLORADO ME THE FINAL QUANTITIES REQUIRED. THE REVIEW 1 800 922 1 987 SLIAll NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF DENTS Fm SHOWN THAT MAY BE REQUIRED DURING THE LI WIN UFFIL ES CONSTRUCTION THAI CHECKED BY J.QWI DESIDNEDIII JGO'Ch DMAWNII J.BWA a J 0 x PER 0 U Z 0 WEVER m Oa nR[n A pP�p- G ION_= Q CONADC ODC09 CAM 1/2O/19 SHEET No: ASP4 4 OF 9 18'e SWAN IYATnES. EMBEDDED AND srMED. AS INTERVALS WHERE Up HOG4T IS EXCEEDED Of nUW TIINATT PLAN VIEW v FOOT -COMPACTED rs INSPECT REPAIR AND REPLACE OF MM"sMY) THE BACKnLL it LAW WATTLE FILTERS AF E EAOI S10RM EVENT. 2 ALL WMONTHS UNLESS WATTLES MUST M REP M AFTER 12 i1 I ENGINEERING MPROVR IS GRHIRD BY MErrl ERNG DNS GN RON LONGER USE. EN 3, PLEASE REFER TO fIXL NO HBO$ MEBSIX M ADDITIONAL WATTLE INFORMATION AND INSTALU PROFILE VIEW Noss AND DETNLS; ww..Iawaaum.amae.wyannml rrlLoe a'ro 181. DIAMETER STRAW WATTLE. CHECK DAN an CURB INLET --_ O GRAVEL FILTER WIRE SCREEN CONCRETE (APPRGot 1/2' MESH) BLOCK i-- Il MOOD STUD U 0`hRFLOW FILTERED WATER RUNOFF URB INLET GRAVEL FILTER BIBLESCREEN WRE SCREEN 2'x4 W000 SND PLAN VIEW SECTION A GENERAL NOTES: 1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. REMOVE SEDIMENT WHEN ONE HALF OF TIE FILTER DEPTH HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER FILTERING MEASURE, 2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED FROM TRAVELED WAY OF ROADS. EROSION CONTROL CURB INLET GRAVEL FILTER neo' NEEMEEME'l. r ebrccrw STMn s ew b Rmw<t win TRIP MW ti'fR INEIE& So STRUCTURE on o D = a3D = STATE CLASSIFICATION FOR NOMINAL STORE SITE. ALL EDGES WILL BE 'TUED' INTO ABOVE ➢IMENSION IF RIP -RAP TO BE GROUTED GROUT SHALL BE IN ACCORDANCE TO ASTWC1102-LATEST REVISION GROUT SMALL BE VIBRATED IN PLACE. TOPS 6 EXPOSED RIP -RAP WILL BE VET BRUSHED AND CLEARED OF GROUT TO EXPOSE RIP -RAP COLOR. STMWDEROMONANDSEDIk TN11TROL CONSMU"ON PLAN NOTES aedembM, zoDN (1J Tneemarn,ml nxpedw mu:l De m4fiea MkeslMmlprour P4)M1mrsPdabmytmamaimm this tia. PA Three shall be no aramaislablo 1dUAY Outside ark Imesd"naNd an the acc M plain, (SA All par- J numumn for, All lu" ruled plow to fly end a b ... aNvM iMmi,pa,lan ammag,g chg NET. All offil ml M din dWM artll be model at We emrop We time InMe CUMmi zequal are Andea"nthe agn'wN project x eNle tmaWtpm Plans, and sawn cost typo. (4) At all Lmez asI.,g craseuchon Me Da,bopw snail on usronsble far Narandng and tmtrol arras bring Xeepnglhep¢sly su@ronlyweM1reCmaslo,nnminwhd Nunn saS n1. The Deudoper moll Nis Do mosensl0le brma lung one maintaining all women a fOl WiNM shi hman (${ Red Fbmcu MIRRIiM,coall be Second andmal wlm ever rasible. Remonl a avwbnad 0) AN sets Upmod during land daimb ge Mmor sPaparmg al uriks modem, mccon9 Iflns 1 ) n Mx ginanugxgTeatmalon by PJ g dxk ng sling a m unBlmulxb. uaJ inn mane ON pay lea. N Id AN ab drt B my ul Ip aAsl dInte p 4 yl ThanM'M lb)dar D fore an rimporary "ohnneirme Namm onto ME 9 wmnuIE laralseal NET a Induced unless Mantis' Appanned by the'asy (7) Inadertomin,niveftm,onpEenbd.el p ag(dmnuml) wcion conDaimeawresshall: r nary MO (B)waeks and a to Push 9grNtmI tom wall l me ems r amen d met" re unit s ry) Remain in,l by ems time as wardl owrrounaing di:Mrbed areas are xulMleMty aabilued .xminrminna 0 m. been Me More" R-0 ere rwnwm n me su n�ePuo armamN vaemzee as asammm tor the erosion <mba wwyef (BJ WTmlmn ayemvmcaland Ga es an nmimm, lis'eloper, Jmllbns, a bee kf all tMMI upend nmwel of hall s<Junenl and Gat uip my all a®m, i Mw,w aWu andoNa IV N¢ edYe. (B{ The contractor mall mmeaalelY[bm up mYtonLu'Lim mAaidi inadaxMlY a<... at nmry camms.h Rural sl amer Fublz ngMx olway, antl meleewin streM end wdhwayx are tMmiJ MYIe and of mid walling day. (15) AlrYRUN11amad xolimenr: pso as nor Nrvx yr MaeonaWay sure<es.anall de Uni anddixFvxed of n[al re so as o (lO cause Mae AT Ins any valax of Me UnnMed it (11J tNo ress slby surface(lm[eMlm(10)1eet In and M ni ancand Gale Mall be prdxle re an sediment HERE AC b/ surfaceGed be wee g. welenrg, ens mnmebr del bnnnq. My wd slo[Xple remaining eBa HERE wnehpe A+IHe mead of muntems (12) Thexmlmwaler eaume<,paely araamBm Vince ame<re:mreaAid vain sense Ines AT of ae.n.e (19) City Umance and Colorado Oischarm Parma Syvam!CDPSI nwwome+x make d uaanlulto asthma Dr slow Ma emh.rm Dram paunem a tmmmn.r.ewaw don mnmuarm vn. (14) A muymord are chat be promeJm constructed as as mnot washout, o ndccros rmom, Dlron completion remd and Mge aspwW of pia (16) To asum mar&were" does not mm searnmVaovm [mrr,1 BM:§ sh ill a� as deHmmed Lou the cool tmnd'n (u) OW"anguermm is but oMlD aemAge saes. (e) Ikn9lq PM1neMr Id.) Onaktabms,ifn«ma. De) eenrsim.nna.H m,rw.nam era' mammary. as M entirerwac a a ww1 him That � T PENCE � WE GVES Than + WrTM r OF I I/2' - J' man: 1/2 — 3/4' MOST V MN. Norse, 1 BE LOCARTED AT E EmKR/NC ff i0 THE Cps PUCTION SIZE 2. YE na T KING wT S BE MMXIMNm AS NEEDED TO � AMR WACVED p (ANYSIMEL wTFRVI thou RElxc 3. MNT AND OTHER WTFRML OR 7P M ONTO CLIFF S U REMOYEO. 000u Will u_mm®uoill Cm mmm�mm�mmm C NDPES PERMIT NOTES SIZE DESCRIPTION: all OnBfle constmclim which consists of pond and Crusher fine trail gradmig, slam sewer poor and water quolity/detention pond wlfall/Control slrutlurne. b. Tie major actMLiea are plowed in the following mqumce: 1. Clearing and Grubbing necessary fa pwlmetw controls 2. Instollotim of perimeter cmtrds. 3. Demdltim of existing asphalt, structures, and site items, as applicable for slam sewer ewnecllme to existing systems. 4. Stamm Se m ww crosbuction to ect Outfall srte s and lie -in to existing systems. Asphalt rmlocemmt at dye-in/ronnntim lwatims to existing syetems. 5. Grading of pond and adjmmt Teen means. drainage swde/chunnol, and crusher line irdl/palhx vUfySLgE➢1z44ionA; l31,cIPdiPg.eee, aJ9.a....... .. ). Ran'oval of mni{rd meowna c. The limits of deMWment (LOD) bwndwy for the pmd area mtadns approximately B.34 awe , use of which is expected to undergo Clearing and/ar Trading to tie-in to existing topography and to construct slam sewer oulfoll antl drainage improvements for the HIP Retail pwcel (north of nmberwoW Drive), as well os for future development within the HIP Cw us (w the mo"laled moelwplan bmin area. AD Ration 'C' No 0.25 Mel construction with a Rational 'C' value of OBO allowed after emstructim, per HIP Masterplon SWMM Model. The Rational 'C' modes from 0.25 to 0.40. with the overage C' being O.JO for the HIP Pond ors. The site Iles wiNM the Modemle Rainfall Erodbility Zme and Low Wind ErodhbBity Zone par the City or Fort Collins zone maps. With the exsting site lopes of approximately 0.3% to Ol the new Improvements will be subjected to body wind one rohni eroD . e. The predewlwment properly for Me site consists of follow land that Is currently being famed and legated. 1. Sark and v icle fuel and nuns ore tarNdpated polutbn sources for the HIP Pand antl Mocialed HTP Retof project. However. there will be no vehicle storage or cleaning on site. Chemical storage is not anticipated an site. Plows refer to the Slormwolw Monaganmt Plan fa a canplele list of wtkipaled pollution sources. g. There may be anticipated non-stormwoter companenls of discharge. Please refer to the Stmmwater Management Plan far a complete list of anticipated pollullon sources. In. The downstream receiving watch M the Fossil Creek Drainage Ditch. Stamm water runoff from the deyelopea portion of the HIP Retail site (north of Timbawood Drive) as well as the existing, adjacent agricultural held arms within the at Dose, will be conveyed to the proposed delentlw pmd 100 (ccmUlnea SWMM ponds 101, 600, Mind 301), via cum B . gutter, wN cuts. storm sewer piping, channels and Ovarlma sheet how. The detention pmd III dechage to proposed storm sew systems In Lady Mom Drive and Techndogy Parkway, which ultimately discharge to the exhaling stem sewer system in Rock Creek 1%My. which conveys flows Most and southeast of the idle. Please refer to the HIP T6ira Filing report for additional details an the existing wtfdl sntem. SITE 11l • . c. See Drainage R ErNim Cmtrd Plan. BMWS FOR STORMWATER POLLUTION PREVENTION: a. Erosdan and Sediment Cmtrols: See EroMm Control Notes and Sequence Table (the sheml), III Materials Handling and Spin Pre tit: Measures should Be undwtaken to cmbol onstwctbn matMals and waste, and disposal of exdsss cancrele (if applicable) to Maure lbts and oUa materials do not lease the Bhte and enter the detenDm pmd which evartudly outlets to Me Poudre River. Concrete, balding materiaa, wal end demup by-products should not be dicharged into the on -site stem sewer system net sAwla they Bala The m-sae eel Uon pmd- In the event of a spYl from the site into storm mwff system or on -ante detention pond. 0pprapriate mmsures Mwld be undertaken iMmediatOy to remove the Sp01ed metafda and prevent Poluresi from occurveg. FINAL STABILIZATION AND Lg1C-T STORMyMTER MANAGEMENT: a. Sony Erosion Control Notes This sheet for final stabiBzotion mmsums to canlral pollutants in slormwalw diectargem. OMER CONTROLS: a. MMsures should be undertaken to rw ow ex wadste pr cts from the site end depose of these *date motwels off -site in an apprceprlote mmaer. In oddtion, e5 s ould be unm derlakto IimH off -site Moil trucking of mod and debris sge p➢lefrom whKios leaving the site. Mud and debris should not be tracked long rmdwaya and allowed to enter nw-protected drainage ways which discharge eventually into the Cache La Isoua® River. INSPECTION AND MAINTENANCE: a. Inspection and maintenance mould be undertaken on a regular basis oar Outlined In Section 6 of the Terms and CMdHiones of the CDPS Gonad Permit. SEEDING CHART Table 11.2. Recommended Species and Application Rates of Seeds fa Temporary Negetption and/or Cover Crops. Species Season 1 Drilled Pounds/Acre Annual Rywgross Cool 20 Outs Cool TO Cared III Cool 40 Wbml - Wnter Cool 40 WNMot - Spring Coal 60 Barley Cod 60 Millet Warm 30 Hybrid Sudan Warm 15 Sorghum Warm 10 Cool season grasses make their major Growth in the spring, Warm swam grasses make thew major growth IN late spring and summer Table 11.4 dentiflm plonOng dates to permnal and lempoary/cover crop grasses Table 11.4. Planing Dotes fa Permnlal and Temporary/Cover Crop Grasses. DATE PERENNIAL TEMPORARY/COVER GRASSES CROP GRASSES Warm Carol Warm Cod Jon 01 - Feb 28 Yes Yes NO No Mar 01 - May 15 Yes Yes No Yes May 51"1 Yes No Yee No Jun Ol NN Jul 31 No No Yes No Aug 01 - Art 31 No Yee No Yea Sap 01 - Sep 50 No No No Yes Got Ol - D 31 Yea Ym No No Mulching shill be used to assist In establdmmml of vagelaUk>m One or moreof the fdlewing mulches shill be used with a perennial dryland grass amd mixture. con a temporary Vegetation or cover crap. Mulch Acceptable Dates of use Application Rote Straw a Hay Jon 01 - Dec 31 1 1/2-2 tonsracr Hydraulic ^wood a papa) Mar 15 - May 15 1 1/2-2 tms/acre Erasion control (mats or blankets) Jon 01 - Dec 31 Not applicable Hoy a straw mulch shall be bee of noxlOua weeds and of least SOX of the fiber shall be 10 inches or more In Imgth. When seeding with notice grasses hay from a native gross Is a suggested mulching material, If available. If Irrigalim Is used, hydrwllc mulches may be Epiphany from March 15 through Sep 30. Hay or Straw Mulch 1. Hoy our straw mulch will be onchaed to the moll by one of the idlowing methods: (0) A crimpmoreer which theowlll ri leml 50R of ifiber re Inchesa fiber III be 10 inches or more In length. (b) Manufactured mulch netting Installed over the hay or straw wcordpq to mmufocturwe Inslructims. (c) ToCkifleM sprayed on the mulch to the rm nu turw's repommmdallon. 2. 1 straw or hay must be free of noxious wmtle. aae [TµOhBT�W� MMsm1KN TM11 ) (H OES) Caere P. To - IN ee w- M To 25 - w 10 B 2 - to <1 cIA4 12 M - IN 4410 w - To 2)5 25 - w an 12 2 - 10 3 CUTS is lips 12M w - TD 655 25 - w 2" 1B 2 - 10 10 OA4 24 ION ]yA w - TO 1700 25 - w Bad 24 so 36 ra PMIKLE SM AT LEAST w HRBERT a SEE sellSHNL BE ONO ECWL TO CR IAFLNr TWN M HM pl 4 TO I WE SLa[5 M c Fd[K IF EIWES ARE STEVER. City of Fart Collins, Colorado UTILITY PLAN APPROVAL APPROVED: City Engineer Dote CDECKEo W. alder BE Wastewater Wastewater Un Dote CHECKED By: Stormwater Utility Dose CHECKED Eff Parks or RecrMGan me CHECKED DO - Traffic Engineer Dole CHECKED BY: Environmental Plannw Date CALL UTILIW NOTIFICATION CEMER OF CALOMDO 1-800-922-1987 BEFORE YOU Do GRADE My EXCAVATE Firm THE JEAREANNE 01' UNDERGROUND MEMBER Ul THESE FIRMS HAVE BEEN REVIEWED BY THE LOCAL ENTITY FOR CONCERT ONLY. THE REVIEW DOES NOT IMPLY RESPONSIBILITY BY THE REVIEWING DEPARTMENT, THE LOCAL ENTITY ENGINEER. OR WE LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES NOT IMPLY THAT DUW91ES OF FENS ON THE PLANS ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW SHALL NOT BE CONSTRUED IN ANY REASON AS ACCEPTANCE OF FINANCNL RESPONSIBILITY BY THE LOCAL ENTRY FOR ADDITIONAL OUWITIES OF ITEMS SHOWN THAT MAY BE REQUIRED DURING THE CONSTRUCTION PHASE. CRECKEO BY Joel OEBIONMBY, ll h DMWNBY'. I. BLOW (n SEEN J Z 00ICU 0 Ww. cn O 0 U. Z F� N J / 0 � U INS SOU. 0u Z M 0 I Ber O X W xa IODO03 WTE 1/m/18 SHEET No: ASPS 5 OF 9 aME 1 Li val vial HARMONY FUND \ \ — — r� of or ±---------L------- t \ 1 /ti / II—rti-------- offorJ------- ---- I�` I/WaN I EI V S A I I \V 1I I)II 1 1 I \ \ I I \ 11 II II of \ I 1 1 \ 1\ 1�I I / 1 P /1 / I / I \ of( / II/I IIIIIIII lOro of Y I I iL�/ / I I /1 1/ 1 I I C J / �TI�MBERWOOO OflIVE _ i r_._--___/ \\ — I 1 1' II . or \ I l i E I I / lourawsEL-46Dfi.0 / HE I IIaUNea. ...,._,..,/....n. I' 1 L__ N____ I p l l N I I I \ ,---• 1 /�L• III I 1 it / I/ A '✓ on I II / "PROPV ,NIDEME ON I I / PoNDWTLETSTRUCTURE I I or(MEDETAILSHEETMN) I III PROP DETENTION POND j I I OUTLET STRUCTURE (COOT U I TYPE C INLET WKS ONE MESH "TUNED GRATEMDORIFICEC OL) I SNMM PONDS I -___________-- (SEEDETNLSNEETASPN 1 I 101,fio. &Sal %Aion Ilk ♦ "�'R II I \ I II I II � I l I 'I' If I I 11r.x«A'u- I j l /I' III I I II it I I I II II IL 11 1 PREC18KK1 DRIVE 1 w BVFnromwlLFn¢IFIm]IlAwvw�FncVwry rm a.netrcd NlmAxoa �MRe1Tm/A, Mrq, PAT1ExIPMABIFAPVNSM1YLl'CEL wxo lm NufPaNaEArp eglAB ARTY alwRYuIOLEIBRIwxFw Tx lNX ElzlmnrllATm WEUGpRmre xWNpWEm.wvuloAEDrgRIrvTxExlPlAssERkn Full) FwolmruR wMInwIEa ASalw.Nxms WAxMmnwwiceowLu.EOF a>e.,cFr. rouLaNFDA m1DxFLMaxelraswnlaFlMmwwm MaW nw ElWroF Tficnlulmr PARmxr roeE w.�irwwrailwcvrea�ns�wTlioEwF �n"Naa�inl�w SaFr.Lw`.x"m�ASAxlmi�`ieo FqR VLTNATEdRD W FCF Fp10 1m.V1DAtIMdInM AW xA1ffA6lioiu 646>KxF91 GPAB61fi uwo mAcslm FABRIC Wr MEL r. 2.]0' k'�\ 10 �� 4.012.0' *SWALE A -A CROSS SECTION a.-1E2nm an,Its 1C I .W.mr�wlWw..l x.aea...a» S-055 fVNFI Sommae M ARAMeu1 C E 4f1 o M N am � nM Ri f z p oW aman : am a a e am fflun m tM2W I WAILE m pg SIP ONE 1) POND 100 (COMBINED SWARM PONDS 101. M.8501) HAS BEEN SIZED TO PROVIDE WATER DUALITY AND DETENTION FOR 48 M ACRES, INCLUDING THE 210E ACRES (BASINS 1 a) FOR ONSITE AND OFFSRE BASINS SHOWN IN THE HER ROADWAY AND UTILITY INFRASTRUCTURE PROJECT. AS WELL AS THE REMAINING. EXISTING BASIN AREAS CONTAINED INTERIM SNMM B4SINS 401, S'A. AND 601 OF THE HTP M USTERPIAN REPORT, AND THE RELWININO EASTERN HALF -WIDTH OF OF TECHNOLOGY PARKWAY (TOTAL OF 48.3 ACRES). THEREFORE. POND 100 WILL REFUGE AND PROVIDE DETENTION AND WATER QUALITY FOR WONT WAS PREVIOUSLY SHOWN AS PONDS 1D1.600, AND Sam OF THE HTP MASTERPIAN SAMM MODEL. TO ALLOW FOR FUTURE DEVELOPMENT OF THE REMAINING PARCEL AREAS, AT LATER DATE. 2) FUTURE DEVELOPMENT ALONG THE EAST SIDE OF TECHNOLOGY PARKWAY (SOUTH OF TIMMRN DDROVE) SHALL CONVEY RUNOFF FROM THE EASTERN HALF-VADTH OF TECHNOLOGY PMMNAY EAST AND IN TO POND 103 B) TWO CUTFALL STRUCTURES ME PROPOSED FOR POND RELEASE RATE OF 12 BIDS (PER NTP M MRPLM SNYAM MODEL FOR PREVIOUS POND ]01). THE WESTERN OUTLET STRUCTURE WILL PROVIDE FOR A CONTROLLED RELEASE RATE GP 6CFS(PER HTP MASTERPLM SNMM MODEL FOR C'IIOCGPLBY: IOwi, PRENWS POND 101). THE DRAINAGE BASINS SHOWN ON THIS EXHIBIT ACCOUNT FOR 21 O8 ACRES OF TOTAL ONSITE DBSIGNEO BY. A.Willkwm MO CFFSRE WIN AREAS ATTRIBUTABLE TO THE HER SIXTH FILING. THESE BASIN AREAS. ALONG WTH RATIONAL G' VALUES SHOWM BELOW AND IN THE RATIONAL DIUWNBY' AWWYwm CALCULATIONS HAVE BEEN UTNZED TO SIZE THE STORM THE HTF INFRASTRUCTURE IMPROVEMENTS PROJECT, AS WELL AS TO SIZE SWALE A FOR THIS PROJECT. FUTURE DEVELOPMENT OF BASINS 1 AMID SHALL MEET THE EO% IMPERVIOUS RATIO FOR THE SAID BASINS IS VALUES FOR FUTURE DEVELOPMENT SHALL ADHERE TO CORRESPONDING IMPERVIOUS RATIO OF W% IMPERVIOUSNESS, NOT'C' VALUE OF BSI). SHOULD THE DEVELOPED CONDITION OF WINS 1 AND B EXCEED AN '/� BOW. IMPERVIOUSNESS RATIO, ADDITIONAL WATER QUALITY V, AND DETENTION WILL BE REQUIRED, BEYOND THAT SHOWN IN THE HTP SWMM MODEL. 4) IN THE INTERIM CONDITION, BASINS I AND B MEL REMAIN O IN THEIR HISTORIC CONDITION. WHICH IS EXISTING, PLANTEDAGRICULTUMLFIELDS. FUTURE DEVELOPMENT Q SHALL PROVIDE FOR THE ENTIRETY OF BASINS I ANO B BE NO CONVEYED TO THE PROPOSED STORM DRAINAGE a INFRASTRUCTURE, SHOWN IN THIS PLAN AND CONTAINED WITHIN THIS PLAN SET, FOR EACH ATTRIBUTABLE BASIN ` AND THE CORRESPONDING SENIOR POINT FOR EACH -j L BASIN. O m 5) THE INTERIM COBBLE PITSUDISCMRGE PaNTS(LOCATED O U fill, SOUTH OF EMBERWpOD DRIVE) ARE PROVIDED FOR THE U N INTERIM CONDITION ONLY. LID AND BMP MEASURES FISH Z BASINS 1 THROUGH 10 SHALL BE PROVIDED BY OTHERS WITH FUTURE DEVELOPMENT. O x ONAL B) SEE RATIMETHOD CALCULATIONS FOR OOMBINEDI ATTENUATED FLOW FROM COMBINED BASINS FOR STORM Z u SEVER SWALE SIZING. Imo/ 7)1S OF COOT CLASS' MY BEDDING MATERIAL SHALL BE R- m PLACED UNDER ALL RIPMP SHOWN. ALLRIPRAPSHALLBE O Q W C(VEREDNITX Y OF TOPSOIL. V B) ME SHEET WP2 FOR M45TER LEGEND. 91 FUTURE DEVELOPMENT EAST)SOUTHEAST OF THE W REGIONAL DETENTION POND SHALL BE DESIGNED TO W ENSURE POSTNE OVERFLOW PATH TO THE EAST AND INTO LADY LKION DRIVE. Q City of Fort Collins, Colorado APPRWED: 2 City Engineer Date p LEGEND CHECKED HY: WOW Be Was4woler Ulilily Data DRAINAGE BASIN BOUNDARY UNE CHECKED BY: 1® — PROPo.4ED !DRAINAGE B INN) Stormeater Of Dole ACRES IC'VALUE EI Z CHECKED BY: Pa� Q M1s 8: Racrealbn Date p PROPOSED DRAINAGE DESIGN CHECKED BY: a O POIM Traffic Engineer Date �1 —� PROPOSEDORAINAGEFLOWPA" CHECKED BY: "" —IpS— PROPOSED INDEX CONTOUR - SIT INTERVAL Environmental Planner Date Oo�RR —106 — PROP WIMERMMATECONTOUR-1 FT INTERVAL. THESE PLANS HAVE BEEN REVIEWED BY THE LOCAL zU ` — 4910 — PASTING INDEXCONTWR-SFTIMERVAE EMPTY FOR CONCEPT ONLY. THE REVIEW DOES NOT = IMPLY RESPONSIBILITY BY THE REVIEWING (v JW= 4911 — — EXISTING INTERMEDIATE CONTOUR-1 FT INTERVAL DEPARMEM, THE LOCAL ENTITY ENGINEER, OR THE Ac LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF ` a/pHALg� THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES `I"I CALL OTHEI YWUFLCAT%)N NOT IMPLY THAT QUAW91ES OF 1EMS ON THE PLANS CENTER OF COLORAQ00R ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW 922-1987 ACCEPACCEPTANCE OFCFINANCIAL RESPONSIB ITY BY THE o. iaoe0; 1-B UD 6 Wzueevwzawe aetie raa Ralaee.onenxu�v LOCAL ENTITY FOR ADDITIONAL OUMT9ES OF ITEMS SHEET No: ASP6 Fa SHOWN THAT MAY BE REQUIRED DENNIS THE xW MLITIee. CONSTRUCTION PHASE. 8 OF a